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HomeMy WebLinkAbout1389 BASSWOOD AVE; ; CBR2019-0046; Permitbty of Carlsbad Residential Permit Print Date: 11/25/2019 Permit No: CBR2019-0046 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: 1389 Basswood Ave BLDG-Residential 2051203600 $52,196.95 Work Class: Lot #: Reference #: Construction Type: Bathrooms: Orig. Plan Check #: Plan Check #: Second Dwelling Unit Status: Closed - Finaled Applied: 01/08/2019 Issued: 04/16/2019 Permit Finaled: Inspector: PBurn Final Inspection: 11/25/2019 1:50:43PP Description: GROSSMAN: CONVERT 295 SF EXISTING LIVING + ADD 227 SF TO CREATE ATTACHED ADU Applicant: Owner: BA WORTHING INC TRUST GROSSMAN SHELLEY C REVOCABLE BROOKS WORTHING TRUST 02-17-11 640 Grand Ave, G 1387 Basswood Ave Carlsbad, CA 92008-2365 CARLSBAD, CA 92008 760-729-3965 BUILDING PERMIT FEE ($2000+) $419.29 BUILDING PLAN CHECK FEE (BLDG) $293.50 ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL $43.00 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION $175.00 MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL $52.00 PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL $80.00 PUBLIC FACILITIES FEES - outside CFD $1,346.68 5B1473 GREEN BUILDING STATE STANDARDS FEE $3.00 STRONG MOTION-RESIDENTIAL $6.79 SWPPP INSPECTION FEE TIER 1 - Medium BLDG $246.00 SWPPP PLAN REVIEW FEE TIER 1 - MEDIUM $58.00 Total Fees: $2,723.26 Total Payments To Date: $2,723.26 Balance Due: $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their irriposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1760-602-2700 1760-602-8560 f I www.carlsbadca.gov (city of Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-I Plan Check Est. Value 52_1 IS1 - PC Deposit Date -_ Job Address I'e)q , **i -2't Suite: APN:'2.5 (2.0 —.4, co CT/Project #: Lot #: Fire Sprinklers: yes Air Conditioning: Yno BRIEF DESCRIPTION OF WORK: A1_z.z.7 74 ek A-vu, reAWW (52-2 bf c*cU fiS) 1 Addition/New: 22-7 _Living SF, Deck SF, Patio SF, Garage SF Is this to create an Accessory Dwelling Unit? CeJs No New Fireplace? Yes if yes how many? Remodel: ZÔZ3 SF of affected area Is the area a conversion or change of use? Yes/ No 9 Pool/Spa: SF Additional Gas or Electrical Features? IJ Solar: KW, ______ Modules, Mounted: Roof/Ground, Tilt: Yes / No, RMA: Yes / No, Battery: Yes I No Panel Upgrade: Yes/ No U Reroof: o Plumbing/Mechanical/Electrical Only: El Other: APPLICANT (PRIMARY) PROPERTY OWNER Name: _____NA Name: Address:o4O c e Ut+& C Address: City: 1Pl244.. State: - Zip: tltnneb City: Ow___kt4' State: Zip: 41242306 Phone: 7o6 _'7-'?_-1, _ / Email: 15, A VJ0t'4+;tN4 tNtt' 4k('O?. Email:____________________________ ci DESIGN PROFESSIONAL CONTRACTOR BUSINESS Name: ScwV'' Name: S A t: Address: Co4O1C4$CLc,1 kt/e1 46 ite (i Address: £4O czckc& 4M-_'u '+ei City: rCI442Ar21._State: &-zip: 424ø City: GyrkAPA4_ State: d14-_Zip: c121D2 Phone: 7b _7 _ Phone: 7(t -_72.'/_-1t4 EmaiI:A WOCkfrt k7. (fl Email: SA UJVf It, r License An4M.dCtat=e- State License: _71,4L Bus. Licene:3 Bt1'J Si-f46n (Sec. 7031.5 Business and Professions code: Any City or County which requires a permit to construct, alter, improve, demolish or repair arj structure, prio'Pto its issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he/she is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($5001). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BuiIdingcarlsbadca.gov (OPTION A): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury one of the following declarations: 0 I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. 'have and will m'aintain workei's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance fomrjany Name: C 4(7(#' 12iit /13 icy, I . AVU II?Ol' Expiration Date: I/I I't O Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to be come subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage Is unlawful, and shall subject an employer to criminal penalties and civil fines up to s100,000.00; in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONTRACTOR SIGNATURE: EJAGENT DATE:I/s In (OPTION 13 ): OWNER-BUILDER DECLARATION: I hereby affirm that lam exempt from Contractor's License Lawàr-ffiefdfiving reason: 0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. if, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). ci I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). O I am exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 Yes ci No I (have! have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone / contractors' license number): S. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name/ address! phone / type of work): OWNER SIGNATURE: DAGENT DATE:____________ CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the perforrance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: _________________________ Lender's Address: ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 Yes ci No . . Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? ci Yes 0 No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? DYes ci No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICI. APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. - - I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE,.INDEMNIJY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMrr.OSHA: An OSHA permit is required for excavations over 5'O' deep and demolition ârconstruction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at anytime after the work is commenced fora period of 180 days (Section 106.4,44Iniform8 1 ing Code). APPLICANT SIGNATURE: DATE: C-)!!4 / ki,Iict 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BuildingCarlsbadCa.gov B-I Page 2 of 2 Rev. 06/18 Permit Type: BLDG-Residential Application Date: 01/08/2019 Owner: TRUST GROSSMAN SHELLEY C REVOCABLE TRUST 02-17-11 Work Class: Second Dwelling Unit - Issue Date: 04/16/2019 Subdivision: THUM LANDS Status: Closed - Finaled Expiration Date: 02/18/2020 Address: 1389 Basswood Ave Carlsbad, CA 92008-1904 IVR Number: 16362 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Checklist Item COMMENTS : Passed BLDG-Building Deficiency Yes 1112512019 1112512019 BLDG-Final 111861-2019 Passed Paul York Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final S . Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes Fl November 25, 2019 - Page 3 of 3 Permit Type: BLDG-Residential Application Date: 01/08/2019 Owner: TRUST GROSSMAN SHELLEY C REVOCABLE TRUST 02-17-11 Work Class: Second Dwelling Unit Issue Date: 04/16/2019 Subdivision: THUM LANDS Status: Closed - Finaled Expiration Date: 02/18/2020 Address: 1389 Basswood Ave Carlsbad, CA 92008-1904 IVR Number: 16362 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspectuon Complete 0711512019 0711512019 BLDG-13-Shear 097540-2019 Passed Paul York Complete Panels/HD (Ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 07/19/2019 0711912019 BLDG-33 Service 098234-2019 Passed Michael Collins Complete Change/Upgrade Checklist Item COMMENTS Passed BLDG-Building Deficiency New 200 amp main service. EMR emailed Yes toSDGE BLDG-84 Rough 098235-2019 Partial Pass Michael Collins Reinspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency -Not ready, need building weather proofed No BLDG-14 . No Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Top out only. Yes BLDG-34 Rough Electrical . No BLDG44 . No Rough-Ducts-Dampers 07I30I20I9 0713012019 BLDG-84 Rough 099042-2019 Passed Michael Collins . . Complete Combo(14,24,34,44) Checklist Item COMMENTS . Passed BLDG-Building Deficiency Yes BLDG-Building Deficiency Not ready, need building weather proofed No BLDG-14 7/30/19, see card for minor pick up. Yes Frame-Steel-Bolting-Welding (Decks) BLDG-14 No Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Top out only. Yes BLDG-34 Rough Electrical Yes BLDG-34 Rough Electrical . No BLDG-44 No Rough-Ducts-Dampers 0810812019 08/08I2019 BLDG-16 insulation 100175-2019 Passed Peter Dreibelbis Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency. . Yes 08/22/2019 08/22I2019 BLDG-17 interior . 101668.2019 Passed Paul Burnette Complete Lath/Drywall November 25, 2019 . . Page 2 of 3 Permit Type: BLDG-Residential Application Date: 01/08/2019 Owner: TRUST GROSSMAN SHELLEY C REVOCABLE TRUST 02-17-11 Work Class: Second Dwelling Unit Issue Date: 04/16/2019. Subdivision: THUM LANDS Status: Closed - Finaled Expiration Date: 02/18/2020 Address: 1389 Basswood Ave Carlsbad, CA 92008-1904 IVR Number: 16362 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 08122/2019 BLDG-18 Exterior 101792.2019 Passed Paul Burnette . Complete Lath/Drywall Checklist Item COMMENTS . Passed r BLDG-Building Deficiency. Yes 04/30/2019 04130/2019 BLDG-SW-Pre-Con 090317-2019 Cancelled Paul Burnette Reinspection Complete Checklist Item COMMENTS . Passed BLDG-Building Deficiency . No 05/13/2019 05I13/2019 BLDG-66 Grout 091619.2019 Cancelled Paul Burnette Reinspection Complete Checklist Item COMMENTS . . Passed BLDG-Building Deficiency No 05/15/2019 . 05/15/2019 BLDG-11. 092020-2019 Passed Paul Burnette . . . Complete Foundation/FtglPier s(Rebar), . . Checklist Item . COMMENTS . . Passed BLDG-Building Deficiency . . No 05/24/2019 05/24/2019 BLDG-21 092945-2019 Passed Paul York Complete Underground/Underf loor Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency . . Yes BLDG-24 092881-2019 Passed Paul York . Complete Rough/Topout . Checklist Item COMMENTS Passed BLDG-Building Deficiency . Yes 06/11/2019 06I1112019 BLDG-15 094338-2019 Failed Paul Burnette Reinspection Complete Roof/ReRoof (Patio) Checklist Item COMMENTS . Passed BLDG-Building Deficiency . . No 06/12/2019 06/12/2019 BLDG-15 094510-2019 Passed Paul Burnette Complete Roof/ReRoof (Patio) Checklist Item COMMENTS- . Passed BLDG-Building Deficiency Yes 07/01/2019 07/01/2019 BLDG-21 096178-2019 Passed Michael Collins . Complete UndergroundiUnderf loor Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Waste to POC. . . Yes November 25, 2019 . Page 1 of 3 YI iARS INSPECTION INC. "A Special Inspection Company" Cell Ph. 619-339-3331 • Email: marsinsp@mac.com Inspection Report Project Name: GROSSMAN RESIDENT Page: 01 of01 Report #: 001 Project Address: 1389 BASSWOOD AVE Permit # CBR20190046 Architect: N/A File #: N/A Engineer: N/A DSA #: N/A Contractor: BA WORTHING Other: N/A INSPECTION MATERIAL SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST _Structural Steel _H.S. Bolts - —H.S. Bolts ...X....Plans/Specs _Masonry _Prisms - —Conc. PSI ._CIearances _Concrete —Mortar/Grout - _Grout PSI XPositions _Fireproofing —Conc. Cylinders - _Mortar PSI ....&Sizes XEpoxy _Fireproof - _Steel Laps _Shear Wall _Other: - _ElectjWire _Consolidation _Other: _Other: - _Fireproot _Torque Ft. Lbs. _Other: _Other: XOther: SIMPSON SET Other —Other: _Other: _Other: - —Other: ESR 2508 _0ther: D Visual Weld 0 Ultra Sonic Test D Epoxy Anchors 0 Concrete Placement Observed Welding By Certified Welders 0 Rebar El Shear Wall Nailing All Welds 0 Single Pass Fillets 0 Full Pen Groove Welds 0 Shop . -• Field E Continuous 0 Periodic Process Used 0 FCAW 0 SMAW 4.08SERVED PLACEMENT 5/8" ALL THREAD FOR HDU-2 WITH 12" EMBEDMENT 6 SDS SCREWS PLACED. NOTE:PER HOLDOWN SCHEDULE ON D/4 CERTIFICATION OF COMPLIANCE: All reported work, unless otherwise noted, complies with approved plans, specifications and applicable sections of the building codes. This report covers the locations of the work inspected and does not constitute opinion or project control. Inspector: 5-21-2019 Date Insp. Date: Day 1: 15-21 Day 2: I Day 3: Day 4: Day 5: Time Start: Time Stop: 2 hrs. Copies of report submitted to: RECOR'D COPY PCSD Engineering Corp 3529 Coastview Court Carlsbad, CA 92010 Ph: 760-207-1885 Job#: .J.oit Page: 1 of Date: 7-ZM Engineer: O3crz W3u icio. I IS67 tASt,aoL.A CAILJLSPYD (A Crwo gv - oUcE ni 1'C' 'W Do#u t V-1' "As' 3fl4L A_ 1 %4002. 4uoittS/Jjt L5L La)/itU W.LC!L. Ip' EsGil A SAFEbuI1tCompany DATE: Apr. 4, 2019 U APPLICANT U JURIS. JURISDICTION: Carlsbad PLAN CHECK #.: CBR2019-0046 SET: III PROJECT ADDRESS: 1389 Basswood Street PROJECT NAME: ADU for the Grossmon Residence The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Brooks Worthing EsGil staff did not advise the applicant that the plan check has been completed. [=1 EsGil staff did advise the applicant that the plan check has been completed. Person contacted: !ET ng Telephone #: 760 729 3965 Date contacted: Email: baworthingincyahoo.com Mail Telephone LI REMARKS: By: Chris Shaver (for JS) Enclosures: EsGil 3/28/2019 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 I EsGil A SAFEbuiItCompany DATE: 01/31/19 JURISDICTION: Carlsbad U APPLICANT U JURIS. PLAN CHECK #.: CBR2019-0046 PROJECT ADDRESS: 1389 Basswood Street SET: II PROJECT NAME: ADU for the Grossmon Residence The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LII The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Brooks Worthing LI EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Br000ks Worthing Telephone #: 760 729 3965 Date contacted: (by: ) Email: baworthinginc@yahoo.com Mail Telephone Fax In Person LII REMARKS: By: Javier Snider Enclosures: EsGil 01/25/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CBR20 19-0046 01/31/19 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. PLANS Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). GENERAL RESIDENTIAL REQUIREMENTS Wall assemblies separating units in a duplex shall be of one-hour fire resistive construction. Provide details of the assemblies. Section R302.3. Such wall assemblies shall extend to the underside of the roof sheathing, where applicable. The door must comply as well. Exceptions: A fire-resistance rating of 1h-hour shall be permitted in buildings equipped throughout with an automatic sprinkler system installed in accordance with NFPA 13. Wall assemblies need not extend through attic spaces when the ceiling is protected by not less than Va-inch Type X gypsum board and an attic draft stop constructed as specified in Section R302.12.1 is provided above and along the wall assembly separating the dwellings. The structural framing Carlsbad CBR20 19-0046 01/31119 supporting the ceiling shall also be protected by not less than % -inch gypsum board or equivalent. 5. Walls and floors separating units in a duplex shall have a sound transmission class (STC) of not less than 50. Additionally, floors must have an impact insulation class (IIC) rating of not less than 50. CBC Section 1207. Show the location of and provide details of the listed wall and floor/ceiling assemblies and indicate the listing agency and listing number for the tested ratings. The door must comply as well. EXITS, STAIRWAYS, AND RAILINGS 6. Guards (Section R312): Provide for stairs leading to the ADU Shall be installed along open-sided walking surfaces that are located more than 30" above the floor or grade below. Shall have a height of 4" (may be 34" along the sides of stairs). Openings between railings shall be less than 4". The triangular openings formed by the riser, tread and bottom element of a guardrail at a stair shall be less than 6". Shall be detailed to show capability to resist a concentrated load of 200 pounds in any direction along the top rail. Table R301.5. 7. Handrails (Section R311.7.8): Provide for stairs leading to the ADU Shall be provided on at least one side of each stairway with four or more risers. Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. I) The handgrip portion of all handrails shall be not less than 144 inches nor more than 2 inches in cross-sectional dimension. See Section R311.7.8.3 for alternatives. Handrails projecting from walls shall have at least 1-V2 inches between the wall and the handrail. Ends of handrails shall be returned or shall have rounded terminations or bends. STRUCTURAL 8. Please provide reduction factor for lateral analysis. See gridline A calculations. Residential Energy Lighting Requirements: ES 150.0(k) Carlsbad CBR20 19-0046 01/31/19 All installed luminaires shall be high-efficacy in accordance with ES TABLE 150.0-A. Light sources that are not marked "JA8-2016-E" shall not be installed in enclosed luminaires. ES 150.0(k) In bathrooms, garages, laundry rooms, and utility rooms at least one luminaire shall be controlled by a vacancy sensor. Dimmers or vacancy sensors shall control all LED style luminaires. Two exceptions: Fixtures installed in hallways or (closets under 70 square feet). Recessed can light fixtures shall be IC listed, air-tight labeled, and not be equipped with a standard medium base screw shell lamp holder. ES 150.0(k) SFD outdoor lighting fixtures that are attached to a building are required to be high efficacy, be manually on/off switch controlled, and have both motion sensor and photocell control. See ES 150.0(k) 3 for additional control options. PLUMBING Specify on the plans whether the existing house was built before or after 1994. For additions or improvements to a residence built before 1994, note on the plans that existing "noncompliant" fixtures (toilets that use more than 1.6 gallons of water per flush, urinals that use more than one gallon of water per flush, showerheads that have a flow capacity of more than 2.5 gallons of water per minute, and interior faucets that emit more than 2.2 gallons of water per minute) shall be replaced. Certification of compliance shall be given to the building inspector prior to final permit approval. California 5B407. Shower heads may not exceed 1.8 GPM. ELECTRICAL Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels. If the service is over 200 amperes, submit a single line diagram, panel schedules, and provide service load calculations. The ADU must have access to the panel without entering the main residence. 17 Include on the plans the following specifications for electrical devices installed in dwellings: CEC Article 210 & 406 I) Tamper resistant receptacles for all locations described in 210.52 (i.e., all receptacles in a dwelling). m) Arc-fault protection for all outlets (not just receptacles) located in rooms described in NEC 210.12(A): Kitchens, laundry areas, family, living, bedrooms, dining, halls, etc. MISCELLANEOUS Carlsbad CBR20 19-0046 01/31/19 18. Detail C/3 is difficult to read. Please provide legible copy. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes No U The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Javier Snider at EsGil. Thank you. n EsGil A SAFEbuiIttompany DATE: 01/16/19 JURISDICTION: Carlsbad U APPLICANT U JURIS. PLAN CHECK #.: CBR2019-0046 PROJECT ADDRESS: 1389 Basswood Street SET:I PROJECT NAME: ADU for the Grossmon Residence III The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LI The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Brooks Worthing LI EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Br000ks Worthing Telephone #: 760 729 3965 Date contacted: (by: ) Email: baworthinginc@yahoo.com Mail Telephone Fax In Person REMARKS: By: Javier Snider Enclosures: EsGil 01/10/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CBR20 19-0046 01/16/19 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK #.: CBR2019-0046 JURISDICTION: Carlsbad PROJECT ADDRESS: 1389 Basswood Street FLOOR AREA: Addition=227sf Remodel=295sf REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 01/16/19 STORIES: HEIGHT: DATE PLANS RECEIVED BY ESGIL CORPORATION: 01/10/19 PLAN REVIEWER: Javier Snider FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present, California law mandates that construction comply with the 2016 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2015 IRC, 2015 IBC, 2015 UPC, 2015 UMC and 2014 NEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad CBR20 19-0046 01/16/19 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBR2019-0046 PREPARED BY: Javier Snider DATE: 01/16/19 BUILDING ADDRESS: 1389 Basswood Street BUILDING OCCUPANCY: R-3 BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) 227 169.50 38,477 295 46.51 13,720 Air Conditioning _ Fire Sprinklers _ TOTAL VALUE 52,197 Jurisdiction Code Icb IBY Ordinance 1997 UBC Building Permit Fee Iv 1997 UBC Plan Check Fee V Type of Review: El Complete Review 0 Structural Only Repetitive Fee Repeats Other Hourly -' Hr. © * EsGil Fee I $252.78 Comments: Sheet 1 of 1 Carlsbad CBR20 19-0046 01/16/19 PLANS 1. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). 3. Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). GENERAL RESIDENTIAL REQUIREMENTS 4. A full check cannot be conducted at this time. Some of the items that are required for this project include: Truss calculations, structural calculations, electrical plan, fire separation, mechanical components. Please submit a complete set of plans with the intent of attaining a permit. 5. More correction may follow upon submittal of full plan sets. MISCELLANEOUS 6. These plans appear to be for an remodel and addition, not an ADU. Please review clarify intent. 7. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Carlsbad CBR20 19-0046 01/16/19 8. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes U No U 9. The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Javier Snider at EsGil. Thank you. POD Engineering Corp 3529 Coastview Court Carlsbad, CA 92010 Ph: 760407-1885 Structural Design Calculations Residential Addition Client Ken & Shelley Grossman 1387 Basswood Avenue Carlsbad.,CA 92008 Project Grossman Residence 1387 Basswood Avenue Carlsbad, Q08 Paul S. S. WCS1 RCE C57182, exp. 12/31/19 January 14, 2019 PCSD File #: 19-016 "R42()IGI do Paul Christenson San Diego Engineering 3529 Coastview Ct - Carlsbad, CA 92010 Telephone (760) 207-1885 - Email: paul.pcsdgmail.com 1.0 Design Criteria: Grossman Residence 19-016 Code: 2016 California Building Code - ASCE 7-10 Timber: Douglas Fir-Larch (DF-L), WWPA or WCLIB 2x Wall Framing: DF-L #2 (unless noted otherwise) 2x Rafters & Joists: DF-L #2 " If Posts & Beams: DF-L #1 Glue-Lam Beams: Simple Span: Grade 24F-V4 (DF/DF) Cantilevers: Grade 24F-V8 (DFIDF) Sheathing: Min. APA-Rated Sheathing, Exposure 1, Plywood or OSB (U.N.O.) Engineered Framing Wood I-Joists: TM 110,210,230,360,560 ECC ESR-1 153 LVL, PSL 1.9E Microllam, 2.01E Parallam ICBO ER-4979 Concrete: Compressive Strength @ 28 days per ASTM C39-96: Footings: f'c = 2500 psi Grade Beams: f'c= 3000 psi Concrete Block: Grade N-I per ASTM C90-95, fm = 1500 psi per ASTM E447-92 Mortar: Type S Mortar Cement per ASTM C270-95, Mm. fm = 1800 psi @ 28 days. Grout: Coarse Grout w/ 3/8" Max. Aggregate per ASTM C476-91, Min. f'm = 2000 psi © 28 days. Reinforcing Steel: #4 & Larger: ASTM A615-60 (Fy =60 ksi) #3 & Smaller: ASTM A615-40 (Fy =40 ksi) Structural Steel: 'W' Shapes: ASTM A992, Fy= 50-65 ksi Plates, Angles, Channels ASTM A36, Fy = 36 ksi Tube Shapes: ASTM A500, Grade B, Fy= 46 ksi Pipe Shapes: ASTM A53, Grade B, Fy=35 ksi Welding Electrodes: Structural Steel: E70-T6 A61 5-60 Rebar: E90 Series Bolts: Sill Plate Anchor Botls & Threaded Rods: A307 Quality Minimum Steel Moment & Braced Frames: A325 (Bearing, U.N.O.) Soils: 1500 psf Bearing Pressure References: nier1i9t o,eiC c8 noarwtzhr3 hicl 0 OSC AO bdatirO• 3 weiveso3 REE rno3.I'cmjb3q tusq :'rr3 - 8880 (Car) t,f$q9T -U-- -- - -----------------.--- ewehiss,4 r;emaoiE Milpth.onjkt3p ZU • • • 8t0-011 0 t-T 338A - eboO pftliva srno's163 a to :ebo3 OUOWiO AqWW ,(J-c1yrtoisJ-,i q aa1tuoC :idmiT eciwir1to bstori e.29h'lu) JeO :Qnil HOW x k 94 J.RQ :a23ioL B ,et1oP xS M i-C :m&3 B (atRa) W-V's ebsi 'nq3 eIqmi :mG38 rnsJ-eula (O\RO) 8VTh eb'siO :ieve1ims3 (.0vl.U)820'o boowlq 4? e!3oqx3 1n1rfJc$r beis1-AqA .aM .nthe,12 * eat t -ia3 o3i 000W nh1L1 b19onn3 eM-93 0831 mplislaq 50 ,msoiaiM M. r jq livi :8e-eC3 MT8A ieq e6b 8 rft,jrisiIa oviiomo3 :eoimoO iec O0ol enitocR •• iaq 000C = 31 :emse8 ebi3O 29-T3 MT2.A i sq is4 flOJ = m' ,9-O3 MT&A wq 144 ebs,O *olS alcvnoD eysb 89 Iq 008 rnt .nM ,a9-OS3 MT8A ieq n;m0 ithoM 0 eqT :,sttoM 19-BtD MTA iq sts!pA .xTv1 'O\C \w uoi e'o3 :ijoi iaq OOOS = m .riiM (W 08 08-taAMTaA ieJ 2 04 :Ieei (1a1 04z v3) OA-MA MTSA nollsme ,Z C* 1e;1 M-oil =yl .SE€A MT2A :.q'r!8 !WI i)8 161u3u1i8 LsA ac = y9 8CA M1A alannErI3. ia1 80 zX9,3 9bs1 1O0A MTA :esqO4 eduT laA Ei $ ebwO CA MT8A :aeqsn eq al,-Olva :se.3 I1u13u1ie• :idbtibei piibaW eh2 03 :1081 08-i8A mumniM yiltsuO WCA • boF1 bebsotiT 1S eilo8 iqirnA et 1118 AICS (.014.0 ,nnse8) MCA Z riemcM Lee2 • 1911jazeiq. nneS tq O0 :008 90l13l81O1 crdZf,cgea..,,, 1e'a yo fiivee4f 3529 Coastview Ct - Carlsbad, CA 92010 JOB 19-016 SHEET NO OF________ CALCULATED BY PSC DATE 1/14/19 CHECK BY DATE SCALE Telephone (760) 207-1885- Email: pauI.pcsdgmaIl.com 2.0 LOAD LIST 2.1 Roof (Vaulted) Roofing 6.0 psf 15/32" Sheathing 1.5 psf Roof Framing 2.8 psf 5/8" Gyp. Bd. 2.8 psf Insulation and Misc. 1.9 psf DL = 15.0 psf LL = 20.0 psf Total Load = 35.0 psf 2.2 Roof (wl ceiling) Roofing 6.0 psf 15/32" Sheathing 1.5 psf Roof Framing 2.8 psf Insulation and Misc. 1.7 psf ZDL= 12.0 psf LL = 20.0 psf Total Load = 32.0 psf 2.3 Ceiling Ceiling Joists 1.3 psf 5/8" Gyp. Bd. 2.8 psf Insulation and Misc. 1.9 psf ZDL = 6.0 psf 10.opsf Total Load = 16.0 psf 2.4 Walls Exterior Wall Interior Wall 7/8" Stucco 9.0 psf 1/2" Gyp. Bd. (2 Sides) 4.6 psf 15/32" Sheathing 1.5 psf 2x4 Studs @ 16" o.c. 1.1 psf 2x4 Studs @ 16" o.c. 1.1 psf Misc. 2.3 psf 5/8" Gypsum Bd. 2.8 psf ZDL = 8.0 psf Misc. 0.6 psf DL 15.0 psf JOB 19-016 SHEET NO 3 OF________ CALCULATED BY PSC DATE 1/14/19 CHECK BY DATE SCALE T) Tvi ajø fr 1 3529 Coastvlew Ct - Carlsbad, CA 92010 Telephone (760) 207-1885 - Email: oaul.Dcsd 2.0 LOAD LIST (C1IVTIN 2.5 Floor Floor Cover 5.5 psf Sheathing 2.3 psf 2x F.J. 3.5 psf 5/8" Gyp. Rd. 2.8 psf Insulation and Misc. 0.9 psf ZDL = 15.0 psf LL = 40.0 psf Total Load = 55.0 psf 2.6 Wind Ps = AKzL*t*Ps30 (ASCE 7-Equation 6-I) P = 26.6 psf P = 16.0 psf (*0.6 - ASD) 2.7 Seismic SMS = F3S, SMS = 1.188 SDS = (2/3) SMS (11.4-3) SDS = 0.792 SDS (Rh) Cs= 0.122 USE: V= CSWDL V= 0.122 WDL WIND PARAMETERS Basic Wind Speed = 110 mph Exposure Cat = B A= 1.00 (fig. 6-3) Ps30 = 26.6 psf (fig. 6-3) Kzt= 1.00 (fig. 64) 1= 1.0 (table 11.5-1) USGS APPLICATION S 1.136 S1 = 0.436 Fa = 1.05 F= 1.56 R= 6.5 1= 1.00 h= 25.00 Occupancy Category: 2 Site Class: D SEISMIC DESIGN CATEGORY Si <o. (11.6 ASCE 7-10) S1 >004 (11.4.1 ASCE 7-10) Ss>015 T,= C * 73 = 0.224 Ta <(0.8)Ts, OK Ts = SDI/SDS = 0.455 k= 1.0 Ta<0.5 Seismic Design Category: D ASD BASE SHEAR VD 14 VD= 0.087 WDL 1$ Grossman Latitude, Longitude: 33.16Ie, -11T.'33T65 A N fJ NVIN - .1 OSHPD 1W/ / .O S I Date 1/14/2019, 10:11:01 AM Design Code Reference Document ASCE7.10 Risk Category 11 Site Class 0- Stiff Soil Type Value Description I SS 1.136 MCER ground motion. (for 0.2 second period) S1 0.436 MCER ground motion. (for 1.09 period) SMS 1.188 Site-modified spectral acceleration value SMI 0.682 Site-modified spectral acceleration value ,SOS 0.792 Numeric seismic design value at 0.2 second SA S01 0.455 Numeric seismic design value at 1.0 second SA 1)pe vaiisa DDSCJIp1IO,, SOC D Seismic design category F8 1.046 Site amplification factor at 0.2 second F 1.564 Site amplification factor at 1.0 second PGA 0.448 MCE3 peak ground acceleration FpGA 1.052 Site amplification factor at PGA PGAM 0.471 Site modified peak ground acceleration TL 8 Long-period transition period In seconds SaRI 1.136 Probabilistic risk-targeted ground motion. (0.2 second) SsUH 1.199 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration SO 1.5 Factored deterministic acceleration value. (0.2 second) SIRT 0.436 Probabilistic risk-targeted ground motion. (1.0 second) SlUM 0.436 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. SID 0.6 Factored deterministic acceleration value. (1.0 second) PGAd 0.557 Factored deterministic acceleration value. (Peak Ground Acceleration) CRS 0.948 Mapped value of the risk coefficient at short periods CR1 1 Mapped value of the risk coefficient at a period of 1 S Ii F 0 R T E' MEMBER REPORT Roof Framing, (RB-I) HdrBm 1. piece(s) 4 x 4 Douglas Fir-Larch No. 2 Overall Length: 4'7" 11 All locations are measured from the outside face of left support (or left cantilever end)JJl dimensions are horizontal. PAR is Member Reaction (Ibs) 750 @ 2' 7656 (3.50") Passed (10%) -- 1.0 0 + 1.0 Lr (All Spans) Shear (Ibs) 559 @7" 1838 Passed (30%) 1.25 1.0 0 + 1.0 Lr (All Spans) Moment (Ft-lbs) 739 @ 2'311/21' 1005 Passed (73%) 125 1.0 0 + 1,0 Lr (All Spans) Uve Load Defi. (in) 0.066 @2' 3 1/2" 0.142 Passed (1.1772) -• 1.0 0 + 1.0 Lr (All Spans) Total Load Defi. (In) 0.120 @ 2' 3 1/2" 0.213 Passed (11425) -- 1.0 D + 1.0 Lr (All Spans) Deflection criteria: U. (L/360) and TL (11240). Top Edge Bracing (Lu): Top compression edge must be braced at 4'7" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 4'7' a/c unless detailed otherwise. Applicable calculations are based on NDS. 1 - Column - OF 3.50" 3.50' 1.50" 337 413 750 Blocking 2- Column - OF 3.50" 3.50" 1.50" 337 413 750 BlockIng Bloddng Panels are assumed to carry no loads applied directly above them and the ftili load Is applied to the member being designed. 0- Self Weight (PLF) 0 toe' 7" N/A 3.1 - Uniform (PSF) 0 to 4' 7" (Front) 9' 16.0 20.0 Roof SUSTAINABLE FORESTRY INITIATIVE PASSED System: Roof Member Type: Drop Beam Building We: Residential Building Code : IBC 2015 Design Methodology: ASD Member Pitch: 0/12 haeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. haeuser eressiy disclaims any other warranties related to the software. Use of this software Is not intended to circumvent the need fer a design slonal as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is itible with the overall proj. Accessories (Rim Board. Blocking Panels and Squash Blocks) are not designed by this sotbare. Products manufactured at haeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASM standards. For current code evaluation reports, haeuser product literature and Installation details refer to www.weyeffiaeuser.corrwoodpraducWdocument.1lbrary. The product application, Input design loads, dimensions and support Information have been provided by Forte Software Operator Paul Christenson PCSO Engineering (760) 201-1885 paul.pcsd@Omail.com 1/151201912:22:01 PM Forte v5.4, Design Engine: V7.1.1.3 Grossman.41e Page 1 of 1 1 F 0 R I E # MEMBER REPORT Floor Framing, (FJ-1) Fh"Jst 1 pIece(s) 117/8" T31® 110 ® 16" OC Overall Length: 13'70 13' - lB IJ All locations are measured from the outside face of left support (or left cantilever end).AJl dimensions are horizontal. n:'. :pj, Member Reaction (Ibs) 490 0 2 1/2" 1041(2.25') Passed (47%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 477 @ 3 1/2" 1560 Passed (31%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1589 @6' 9 1/2" 3160 Passed (50%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Dell. (In) 0.128 @6' 9 1/2" 0,329 Passed (1./999+) -- 1.0 0 + 1.0 L (All Spans) Total load Defl, (In) 1 0.176 @6' 9 1/2" 1 0.658 Passed (1./897) 1 -- 1.0 0 + 1.0 L (AU Spans) T)-Pm' Rating 1 52 1 40 Passed I -- -- Deflection criteria: U. (L/480) and TL (L1240). Top Edge Bracing (Lu): Top compression edge must be braced at4' 6" o(c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 13'5' 0/c unless detailed otherwise. A structural analysis of the deck has not been performed. Deflection analysis Is based on composite action with a single layer of 23/32" Weyerhaeuser Edge'" Panel (24" Span Rating) that Is glued and nailed down. Additional considerations for the T3 Pro" Rating Include: None • T1=i 172 : ____.1— Stud Wall- OF 3.50"] 2.25" 1.75" 136 362 498 11/4" Rim Board Stud wall - OF 3.50' j 2.25" 1.75" 136 1 362 498 11/41 Rim Board . Rim Board Is assumed to carry all loads applied directly above It bypassing the member being designed. -:'-: u (tJ13 fcitua..J. - Uniform (PSF) 0 to 13' 7" 16" 15.0 40.0 Residential - Living Aran SUSTAINABLE FORESTRY INITIATIVE PASSED 11 System: Boor Member Type: )olst Building Use: Residential Building Code: IBC 2015 Design Methodology: ASD wiW brkPdmPdmwW&helen -tdWmwdeidarigrr .ek Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufectured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer ID www.weyerflaeuser.conVwoodproducts/document-llbraty. The product application, Input design leads, dimensions and support Information have been provided by Forte Software Operator Fob Software Operator [Job Notes I Paul Christenson I PCSD Enguneenng I (760) 207-1805 [Paul 1/15/2019 12:21:27 PM Forte v5.4, Design Engine: V7.1.1.3 Grossman.41e Page 1 of 1 Criteria Each Story Resists > 35% Base Shear: Any Shear Wall wi (h/l)>1.0 is c 33% Story Force: 186 sq. ft. = 2969 lbs. 339 sq. ft.= 5410 lbs. = 16.0 psf x = 16.0 psf x 469 sq. ft. = 7485 lbs. 424 sq. ft. = 6767 lbs. = 16.0 psf x = 16.0 psf x P= 16.0 psf Wind Loads P = 16.0 psfx Trib Area Roof LeveJ Direction: N / S Direction: E / W 2nd Floor Level Direction: N / S Direction: E / W 1st Story 2nd Story satisfied satisfied satisfied not satisfied 1 1 J . jL/c"*XjvX ;raw ffa~ro 3529 Coastview Ct - Carlsbad, CA 92010 Telephone (760) 207-1885- Email: paul.pcsdi 5.0 Lateral Oesin & Anafvsis (T\vo-S(ory) Wind: P = A KZt I PS30 (ASCE7- Equation 6-I) JOB 19-016 SHEET NO OF_________ CALCULATED BY PSC DATE 1/14/19 CHECK BY DATE SCALE Seismic: V = CSWDL (IBC Equation 12.8.1) A = 1.00 (fir, 6-3) S 1.136 S1 = 0.436 KZt= 1.0 (fig. 64) Fa= 1.0 F= 1.6 PS30 = 26.6 psf 6-3) R = 6.50 I = 1.00 I = 1.0 (table 11.5.1) V = 0.087 * Wt * p (p - Redundancy) Roof Weight Roof Wt. = 12.0 psf x 1098 sq. ft. = 13176 lbs. Exterior Wall Wt = 15.0 psf x 435 sq. ft. = 6525 lbs. Interior Wall Wt = 8.0 psf x 371 sq. ft. = 2968 lbs. Ceiling Wt = 6.0 psf x 916 sq. ft.= 5496 lbs. Total Trib. Wp. 28165 lbs. Floor Weight Diaphragm = 15.0 psf x 916 sq. ft: = 13740 lbs. Exterior Wall Wt = 15.0 psf x 1082 sq. ft. = 16230 lbs. Interior Wall Wt = 8.0 psf x 899 sq. ft. = 7192 lbs. 1st Fir. Roof Wt. = 15.0 psf x 1305 sq. ft. = 19575 lbs. Total Trib. Wa = 56737 lbs. Total Seismic Dead Load: Wt = 84902 lbs. ASD Base Shear: V = 0.087 * Wt= 7391 lbs. /rzrtea.D,T Ta7ffo 3529 Coastview CL - Carlsbad, CA 92010 JOB 19-016 SHEET NO 7 OF_________ CALCULATED BY PSC DATE 1/14/19 CHECK BY DATE SCALE Wi-i - Email: .com Roof Oiapñram: N / S Direction V = 3794 lbs. A= 1098 sq.ft f=V/A= 3.46 psf E I W Direction V = 5410 lbs. A= 1098 sq.ft f=V/A= 4.93 psf Floor Diaphragm N I S Direction E / W Direction V= 7485 lbs. V = 6767 lbs. A= 2221 sq.ft A= 2221 sq.ft f=V/A= 3.37 psf f=V/A= 3.05 psf Seismic Lateral Distribution V = 7391 lbs.. F V Level w h w h w. (h..') (Ibs) (ft) (lbs-ft) Z w, (h11\ (ibs) (Ibs) Roof 28165 17 478805 0.513 3794 3794 2 Floor 56737 8 453896 0.487 3597 7391 932701 1.000 7391 dvzadDa T#fl2 f, 3529 Coastview Ct - Carlsbad, CA 92010 JOB 19-016 SHEET NO & OF________ CALCULATED BY PSC DATE 1/14/19 CHECK BY DATE SCALE Zs.ui Telephone (760) 207-1885 - Email: paul.pcsdgmail.com 5.2 Lateral Destn & Analysis - 1st Story Shear Walls MEMO NONE zu I I EEtET1EE1T±IEEEIEL1EEE - H-4 -R• -- :j::EL --1----, . - - - _ —- --}--f-- ' I ' Type : I I E•UUURIJ LLUUUU______ .....•. uuaaau. •••••• uuuu•ua ${rfZf,rvtewwv Tgn .4,zveeri, __ Pcq 3529 Coastview Ct - Carlsbad, CA 92010 PAW 4- eiepnone (ThU) 201.1 - Email: paul.pcsdgmail.com JOB 19-016 SHEET NO '7 OF_________ CALCULATED BY PSC DATE 1/14/19 CHECK BY DATE SCALE - 5.2 Lateral Design & Analysis (cont.) Gridline 19 % ( 7485 x 0.19 = 1422 #) 1422 lbs.+ 0 V = 8.5 ft. = 167 plf /A \ OTF = 1339 lbs. HDU2 Gridline Q— 20 20 % ( 7485 x 0.20 = 1497 #) 1497 lbs. + 0 V = 4.5 ft. = 333 plfj7SP A I.'. OTF = 2661 lbs. HDU2 iuf?tenw7 ;raw Abro 3529 Coastview Ct - Carlsbad, CA 92010 207-1555 - Email: JOB 19-016 SHEET NO LO OF_________ CALCULATED BY PSC DATE 1/14/19 CHECK BY ___DATE SCALE 5.2 Lateral Design & Analysis (cont) Oridline (i') , 14 % ( 6767 x 0.14 = 947 #) 947 lbs. + 0 V = 5 ft. = 189 nlfiIt - I. valf OTF = 1516 lbs. ItkAAS A HDU2 Gridline 26 % ( 6767 x 0.26 = 1759 #) 1759 lbs. + 0 v = 9.5 ft. = 185 plf A pism,440U2. FagfV,ij2feajwp 3529 Coastview Ct - Carlsbad, CA 92010 JOB 19-016 SHEET NO ti OF_________ CALCULATED BY PSC DATE 1/14/19 CHECK BY DATE SCALE Telephone (760) 207-1885 - Email: paul.pcsd©gmail.com 6.0 FOUNIMTION Of IGN 6.1 CONTINUOUS FOOTING w = 1125 plf ASBP = 1500 psf width =1125 plf = 0.75 ft (MIN.) => 9 INCHES (MIN.) 1500 psf USE 12 "WIDE CONTIN. FTG W/ 2- # 4 TOP AND BOTTOM & EMBED. 12 "INTO UNDISTURBED SOIL (MIN.) 6.2 MAX POINT LOAD ON FOOTING IF P u = 1500 * 12 * 36 1212 Pgj = 4500 lbs J/ I_U_I I- 2(D46) RMONA LUMBER. COMPANY INC. P.O. BOX 1560 RAMON!. CA, 92065 PH: 760.789.1080, FAX: 760-789-4958 425 MAPLE STREET RAMONA CA 92065 LEONARD@ RAMONALUM BER.COM ; EDtRAMONALUMBER.COM ; KATHY@ RAMONALUM BER.COM TRUSS ENGINEERING COVER SHEET JOB # 16105 NAME: GROSSMAN KEN & SHELLEY HERS BY OTHERS AT fvoI EXISTING STRUCTURE,slL AE GIRDER, CacpuTrus,, Inc.I lacement only. Refer to truss alculation and engineering tructural drawings for all irther information. Building esigner/engineer of record re responsible for all non uss to miss connections. luilding designer/engineer frecord to review and pprove of all designs prior ) construction. WIN P 5 SSMAN KEN KEN & SHEI Address: 13877 BASSWOOD AVE CARLBAD, CA 92008 Drawn By: Checked By: Revised Dates: 17'-5" Copyright compuTrus. Inc. LUMBER SPECIFICATIONS TC: 2x4 DF 8100TR BC: 2x6 DF SO WEBS: 2x4 OF STAND TC LATERAL SUPPORT <- 12"OC. UON. BC LATERAL SUPPORT <- 12"OC. UON. OVERHANGS: 24.8" 0.0" ( 2 ) Complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: B" cc in 1 row(s) throughout 2x4 top chords. 9" cc in 2 row(s) throughout 2x6 bottom chords. 9" cc in 1 row(s) throughout 2x4 webs. 17-05-00 GIRDER SUPPORTING 20-00-00 LOAD DURATION INCREASE - 1.25 (Non-Rep) LOADING TC UNIT LL( 40.0)+OL( 30.0) 70.0 PLF 0'- 0.0" TO 17'- 5.0" V BC UNIT LL( 180.0)+DL( 245.0) 425.0 PLF 0'- 0.0" TO 17'- 5.0" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2016 HOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. CBC2016/IBC2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 2-( 0) 34 2- 7-10) 11418 7- 3-( 0) 1596 3-(-11826) 0 7- 8-10) 11280 3- 8-(-2984) 0 4.( -8772) 0 8- 9-10) 11284 B- 4.( 0) 3950 5"( -8772) 0 9- 6=(0) 11420 B- 5-(-2992) 0 6-(-11828) 0 5- 9-( 0) 1596 BEARING MAX VERT MAX HORS ERG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SINE 50.1)4. (SPECIES) 01 - 0.0" 0/ 4465V -19/ 37H 3.50" 7.14 OF ( 625) 17'- 5.0" 0/ 4310V 0/ ON 3.50" 6.90 OF ( 625) Weight: 147,44 lb I VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL 0.005" 9 -21- 0.4" Allowed - 0.207" MAX TL CREEP DEFL - -0.008" 9 -21- 0.4" Allowed - 0.276" MAX LL DEFL -0.176" 9 81- 8.5" Allowed 0.842" MAX TL CREEP DEFL • -0.616" 9 8- 8.5" Allowed - 1.122" MAX HORIN. LL DEFL 0.034" 8 17'- 1.5' MAX HORIZ. TL DEFL - 0.077" 9 17'- 1.5" Wind: 110 mph, h15ft, TCDL-9.0,BCDL6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor-1.6, Bottom chord at cantilevered end(s) not exposed to wind, - Truss designed for wind loads 8-08-08 8-08-08 in the plane of the truss only. 5-04-08 3-04 3-04 5-04-08 6X CSI: TC:0.65 BC:0.88 Web:0,87_j 1 I 1 12 12 3.00 - 3.00 M-5x6 5.0" I. I 5-02-12 3-05-12 3-05-12 5-02-12 2-00 17-05 WARNNGS: I. Esildo, m.d mn01lnn 000000CC, clwois be advised 01 all 0000051 dm10, m.d Wa Sb Sm cormhueflonne0,nro,we. S14 nnmlmmolnn web bmdng 01501 be bel500d sheen 1005,,,. Addillnnal Iw.Wewy beadmg B [mum ntalafllyebnlsgens10ocllns Is ft 00100noththly of On eecloe.dddbJnssipnmmnenlb,odngnl moosesi ohesnon Is Me .nsyneshl0ly xl the bdbe,g das%w. Nolowlshoubbe .0d ID nely we,,pnymn W10 sees .dWeft and 15,1000,, .0005wlnlo ned at no bee xre,M ny loads 9mSm0 lOan dnoign beds bewa die any nnneaweanl. S. CnncaTna ha, 100 ltolsn,, 0,51 scelemno no ,nnynnoibdily Is, On InbdcoX I di.orlmwl150d belaldonnolsn.n9000010. 9, Thin design is lesiobed nobjea to the biclallnnn sel Iseth by TPIPNTCA in BM 00050 01 which oil be banished none sequent M(Tek USA, IncJConipuTrus Software 7.6.9(1L)-E GENERAL NOTES. ordensolleneloerood: I. This dnnlgnls bead nedy 0000 lOs pammota,n .hsxfl and blmsnb,dhedsal bieangnemynmre.thpøcabslyalded9npaesmelenned POPe, fteepnmiIonnlnempnemel b the ,enpseslblbly CI the heldbCC 000185,,. S. Design 010anen As lap and bellnm 015515 Is be lalssny braced at TAO. and 000.0. ,espnclbnig unI001 booed 05nu911001 theft 1,091e by cddino000olmslOb,e ash eel plywned shoe iC) aedfnedbyneRoc). 8. InIPOS b,lk$ng no Ialmx1 b,edng ,wpdmd Olsen shown,. bdm.Isllnndmjss lx 110 ,000nwd,loly of the 0,50001.0 0500000r. 5, Deep anocm,nh,noenaee lobe used o.a.ww.csnedve eeoi,neanIe). oodseelnOywe00bef01en0. Dedmn sloe,, 1.5 beebbbg slsi 1000010 SISmO. 99dm no wedges DesIgn asnomno ndnqssted.olreoebpeneIdn Pbeen.hslbn rimmed onbsthbe000dlnels. And pl000d00 de* come, Urwscdm"wahjaM1c0nWLne. 0. Digilnbtnd,oeI plain beb,dwe. 13. For basic 0,m5CIse plate design veb.en see ESR.I3II, ESR.1058 (t4lTek) JOB NAME: GROSSMAN KEN & SHELLEY - AG Scale: 0.3681 Truss: AG DATE: 1/15/2019 SEQ.: K5607061 TRANS ID: LINK ESS NG C70068 * January 15,2019 is M-4x6 14-2. 5,5 M-2.5x5 i 9 M-4x6 M-2.5x5 ('I TRUSS SPAN 17'- 5.0' CBC2016/IBC2015 MAX MEMBER FORCES 4WR/GDF/Cq-1.00 LOAD DURATION INCREASE - 1.25 2-( 0) 34 2- 8-(D) 1677 3- 9-(-315) 36 SPACED 24.0" O.C. 3-(-1780) 0 8- 9-(0) 1677 9- 4-) 0) 378 4-(-1525) 0 9-10-(0) 1156 4-10-( 0) 378 LOADING 5-(-1525) 0 10-11-(0) 1677 10- 5"(-315) 36 LL( 20.0)+DL( 15.0) ON TOP CHORD • 35.0 PSF 6-(-1780) 0 11- 6-(0) 1677 DL ON BOTTOM CHORD • 10.0 PSI' 7=( 0) 34 TOTAL LOAD - 45.0 PSI' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORS BAG REQUIRED ERG AREA REQUIREMENTS OF CBC 2016 HOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 01- 0.0' -45/ 787V -30/ 306 33.50' 1.26 DF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 2'- 9.5" 0/ 172V 0/ ON 33.50" 0.27 OF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 14- 7.5" 0/ 172V 0/ ON 33.50' 0.27 DI' ( 625) 17'- 5.0' -46/ 787V 0/ ON 33.50' 1,26 OF ( 625) Weight: 85 .09_IbI VERTICAL DEFLECTION LIMITS: LL-L/240, TLL/180 MAX LL DEFL 0,022" 9 -21- 0.4" Allowed 0.207" MAX TL CREEP DEFL - -0.033" 0 -21- 0.4" Allowed - 0.276" MAX LL DEFL - -0.056" 9 81- 8.5" Allowed - 0.592" MAX TL CREEP DEFL - -0.183" 9 8'- 8.5" Allowed - 0.789" - MAX LL DEFL • 0.022" 9 191- 5.4" Allowed = 0.207' MAX TL CREEP DEFL - -0.033" 9 191 - 5.4" Allowed - 0.276" MAX HORIZ. LL DEFL - 0.015' 9 16'- 10.5" MAX HORIZ. TL DEFT, 0.031" 9 16- 10.5" Wind: 110 mph, )r-15ft, TCDL9.0,BCDL"6.0, ASCE 7-10, (All Heights). Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor-1.6, 8-08-08 8-08-08 Bottom chord at cantilevered end(s) not exposed to wind, I Truss designed for wind loads in the plane of the truss only. 4-09-14 3-10-10 3-10-10 6-10-12 ______ I 1 kax CSI: _TC:o.37BC:0.38 12 12 3.00 ' 3.00 Truss designed for 4x2 outlookers. 2x4 let-inn M-4x5 of the same size and grade as structural top M-1. 5x4 M-1.5X4 chord. Insure tight fit at each end of let-in. 4.0" Outlookers must be cut with care and are M-2.5.5 M-2.5x5 M-2. 5x5 M-2.5x5 permissible at inlet board areas only. M-1 . 5x4 M-1 . 5X4 M-2.5X5 LUMBER SPECIFICATIONS TC: 2x4 DP 61&BTR BC: 2x4 OF 61&BTR WEBS: 2x4 OF STAND TC LATERAL SUPPORT ( 12"OC. UON. BC LATERAL SUPPORT <. 12"OC. UON. OVERHANGS: 24.8' 24.8" Staple or equal at non-structural vertical members (uon). Unbalanced live loads have been considered for this design. 1. , ). 2-09-08 3-04-08 5-01 3-04-08 2-09-08 1. •I. 11 .1' 2-00 17-05 2-00 JOB NAME: GROSSMAN KEN & SHELLEY - Al Scale:0.2928 Truss: Al DATE: 1/15/2019 SEQ.: K5607062 TRANS ID: LINK WARI4NGS, I. aeesr and ntodnn credishotorslrn.M be eArNed 01 as Oseml hales and Waregebefeeh,.dknretentions. 2a4eengrondnn web btadng 5552 be bnlab,d share sheen.. AdA!iasaltenrceta,y btashtg to Snare atAtArydmmna aanstracllan Is the tesynadblttydthe reacts,. Ad5tJe,alpnn,sneat Waft et the eveme sireowe Is the ,esyeeArtiy 54 the building deel5te,. No had ,hadd be lnd Is a myes,m,or4l etter an b.cthg and lsnleemn era canglely and 51 no 11,120 steeN any leads aNGle' then design had, be glled In any asnyaneni. CeegeTrs, has ,s aeltralasre and assannn,s,neynnslbdtylaethe hesitation. heading. eI,nneeI and hetelelie, ni cenynneeti, L This design ,nremained ad4euwthe Idtstians eel loriS by TPMBTCA in BCSI. angles at seINe ci be Smmnhed upon rnqanel. MiTch USA, IncJCompuThrs Software 7.69(IL)-E GENERAL NOTES. ,rrda,n alta,et,e sated: I. This d,,Ig,,I,bsned et gee Os estimates siren and bias an bdM&.el bussing aanegnne.aysbdlyaldesign parameters and preys, 555m5,athnataeeyeneeb lie renpaneBility at the bdderg deal8w,. Denlnfl asnamon thn lap and batlam deeds Ia bslatee hromid at Faa, aId at tuna, respedlintit, wdesa tested throughout their lengTh by caelitaaea,besThbrQ each as flyaned IIteatNng)Tc) erata, dryaalgac). tw loThoci is51glng as latorni b,adng ,eyitad state shares *. b,ele!aiianelt,elsblhn rn,psso&ty at the ,ewactkecanlrectar. S. codas eases, tresses are taha oeedInaeencasae,ne eennem,erd. and am In. iSyasnditwf at air. a. Dodge aemetee hlbeehtg at .5 saypate sheet,. 51dm as sedans 7. Design aaarmsearleqaaledretnlae Is yrenlded. S. Pbtsselsibelncatndetbathhemntma2.atdp1aaede06te5COW ir,ssmb,dedth Inks centre Inn. 9 DIgltaItinelna1 PLO hr htdtea. 12. Fo, basic neonate plaledesian anIse, see ESR.I3lI. E5R.t055(yMTep C70068 \\% 9-30-2020 • I OFCAILIV January 15,2019 4-09-14 'I 12 3.00 TRUSS SPAN 17'- 5.0' LOAD DURATION INCREASE - 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD - 35.0 PSF DL ON BOTTOM CHORD " 10.0 PSF TOTAL LOAD - 45.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2016 NOT BEING NET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 8-08-08 3-10-10 3-10-10 M-4x5 1 fl" CBCI016/I8C2015 MAX MEMBER FORCES 4NR/GDF/Cq-1.00 2-( 0) 34 2- 8-80) 2083 3- 8-(-3451 45 1-8-2184) 0 8- 9-10) 1428 8- 4-( 01 524 4-8-1919) 0 9- 6-80) 2083 4- 9=) 0) 524 5=(-1919) 0 9- 5-8-345) 45 6-8-2194) 0 7=( 0) 34 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1/ 926V -30/ 30N 3.50" 1.48 DF 8 625) 17'- 5.0" -7/ 926V 0/ ON 3.50" 1.48 DF 8 625) neiaht: 55 .11lbl VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX IL DEFL - 0.022" 9 -2'- 0.4" Allowed - 0.207" MAX TI CREEP DEFL - -0.033" 6 -21- 0.4" Allowed - 0.276" MAX LL DEFL -0.072" Cl 8'- 8.5" Allowed - 0.842" MAX TL CREEP DEFL - -0.249" 0 8'- 8.5" Allowed - 1.122" MAX LL DEFL - 0.022" 9 191- 5.4" Allowed - 0.207' MAX TL CREEP DEFL - -0.033" 9 191- 5.4" Allowed - 0.276" MAX HORIZ. LL DEFL - 0.018' Cl 17- 1.5" MAX HORIZ. TI DEFL = 0.040" 9 171- 1.5" Hind: 110 mph, h15ft, TCDL9.0,BCDL6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, KNYRS(Dir), load duration factor-1.6, Bottom chord at cantilevered end(s) not exposed to wind, Truss designed for wind loads 8-08-08 in the plane of the truss only. 1' bax_ CSI: :.30 BC:0.37 Web-0.21I 4-09-14 1 12 -3.00 LUMBER SPECIFICATIONS TC: 2x4 DF #l&BTR BC: 2x4 DF 11&BTR WEBS: 2x4 DF STAND TC LATERAL SUPPORT ( 12"OC. UON. BC LATERAL SUPPORT < 12"OC. UON. OVERHANGS: 24.8" 24.8" 6-02 5-01 6-02 2-00 17-05 TOB NAME: GROSSMAN KEN & SHELLEY - A Scale: 0.3: WARNINGS: GENERA). NOTES. ,aue athunalu. naIad: - Truss: A I. Bulkier and nbNGulealdbeaddaadulu80wsad reins i. mladuulp, horsed aily apns the pammuium thaw, Sc Ia form b,dM8aI Sc W balm awacmiun amorphous. a 50 canipeonslen web bedag weal be Falalod *50,0 allewl eeieguwww,tapicubaguI elision psuweivsand PaIN, iroupwoure0",0l is ow ,eapaNyd the beHigdesigns. a Aiddanal le000,a,y b,acb,gBhoathip8nbWcunalowliae Design oa uustholupui,dbaltuo,d,wdat000lelwuuy burped at Tea. and or IPa.c. eo0uohe U eSs braced dnacØeal theftleogib by 10700 ocspen lye ISO mm. Adds" ennaiwol b,adng 07 auau07w*5rg audI ma plywood theulNog(TC) e*5uod,ra07(BC). DATE: 1/15/2019 tho overall Shrum, bowegetmedegwanen. 5,lepadblogacbr07 oblodoghwl edunoulsoea. SEQ. : K5607063 NubladthwAdb000dloany00000lmnd000raflb,sdngmc 153100e5 are cuoglelo wad 07 Winn should leyloft loads woo_ten loan 000770 olennwsth8lyallleespndI0OcuOil000,. TRANS ID: LINK *5gfl5 be applied to 5yflley70,). 001lgauawyloummos en Is be used in a,wsdd000lnn elanannom. ScwefeBYdaththn Noon. Dodge seemed, loll bowing 00 00 s0000s alwaan. sidn, on wedge U S. Ceeipulna 505,70 caund anon end 000wnns no eopeojb,City Is. Me 6. fobdaciju,,. lfsdixg. thly.nn,d 0707 loolabioaalcu,npaonnls. 7 DisignaosomeadagwoodaborgebiumWel. L Thbdosignlsbenb50deBeoethe blnlfadons act 10:01 by 8. plows nOalbebeatod on baTh foods ofburs. arid placed aetholnowes TPIIWTCA Si BCS.cupbs of *111th 51, be burnished upon ,eqoesl. 80eao055 0*115 jolniceltno be. 9 Olginl,ndooto due al ph" blbldlea. MiTeS USA, IncJConipuTnis Software 7.6.9(IL).E 18. Fe, but ca,encao, plaIn deep valoesIeo 8011.1311. ESR.I888(MSTth 2-00 7 ?ESSlO 4iNG) 70 68 8CR 9-30-2020 1 January 15,2019 ) rSUPPORT OF B.C. OF STANDARD OPEN END I MU/SAC .7 3130/2004 f PAGE 1 JACK USING PRESSURE BLOCKS I MiTak Industries, Inc. Western Division Loading (PSF): - BCDL 10.0 PSF MAX 2x4 bot. chord Corriertruss of jack t "XO' MIN) - 2x4 bkck •-- Jack °btrween Jacks, .14 - truss nailed to carrier bch (typ) wl6 W1(.131X3.O" MIN) nails spaced at 3" O.C. C C PARTIAL FRAMING PLAN OF CALIFORNIA HIP SET WITH SUB GIRDER BC of carrier truss I'X3.0 MIN) NAILS (typ) HORD OF OPEN END JACK BC WI 6-(.131%3.0" MIN) NAILS © 3 o.c. Ufi(vc S 6332 EXP.613012020 01, CTF~4' op rtm if 07/05/2018 A WAR,aNG Destrin voild for tare anl'relIh Milok con ectoa.Thb dertgo Is based cnI, upon pa cmIea shown, and Is to on IndMduat W1ding component 1 Applccbbly or design paranienton and pwporlacccpoiollan ci conanenI Is iesponsrblup at bulthrg dodgnw . not truss designer. Svacing shown Suite log r3us Heights. Ck 9S61 I Is icr lateral wpgarl at bsdhlctuatweb members cflI. Adrallanol lemparay bracing to Insura sl@btllydusbsg canitruclion Is IKe tespansIbIy ci the erector. I Additional pomsanent bracing ci the overal staucturets the rerpoasshlttv ci Iho buSsing designer. For general guidance rigerdhig lacollan. quatly cantraL sIge, dekc. crccFon and broeg. cansun AHSIflPII aU Cdtedo, 055.59 and SCSI! S5ng Compen.nl M iTek I Saint! Intarmatlon ava?ob tram Than Plato Institute. 303 O'Ona(rio Odve, edison, W130719. MiTek USA, Inc. Vertical Stud (4) - 16d Nails Typical _x4 L-Brace Nailed To 2x_ Verticals W/1 Od Nails spaced 6" o.c. Vertical Stud SECTION B-B (2)- lOd Nails into 2x6 SECTION A-A Page 1 of 2 16d Nails Spaced 6" o.c. —2x6 Stud or 2x4 No.2 of better Typical Horizontal Brace Nailed To 2x_ Verticals w/(4)-lod Nails =00 MiTek USA, Inc. ymmnrm A MITI, Affiliate DIAGONAL BRACE 4'-O" O.C. MAX TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. (4) - 8d (0.131" X 2.5") NAILS MINIMUM, PL 3x4 SHEATHING TO 2x4 STD DF/SPF BLOCK I I i Roof Sheathing--\-, 1-3" - lOd NAIL 0 o rums © 24" o.c. Diag. Brace at 1/3 points if needed End Wall h t D\IAGONAL BRACE SPACED 48"O.C. ACHED TO VERTICAL WITH (4) -16d LS AND ATTACHED TO BLOCKING WITH (5) - lOd NAILS. HORIZONTAL BRACE (SEE SECTION A-A) JANUARY 6, 2017 Standard Gable End Detail Mll-GE110-001 12 'z:j Varies to Common Truss SEE INDIVIDUAL MITEK ENGINEERING DRAWINGS FOR DESIGN CRITERIA ** PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 1 O NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5)- 1 O NAILS. / * - Diagonal Bracing * * -L-Bracing Refer Refer to Section A-A to Section B-B NOTE: MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 1 O NAILS SPACED 6" O.C. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4-0" O.C. CONSTRUCT HORIZONTAL BRACE CONNECTING A 26 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4) lOd NAILS THROUGH 2x4. (REFER TO SECTION A-A) GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. NAILS DESIGNATED lOd ARE (0.131" X 3") AND NAILS DESIGNATED 16d ARE (0.131" X 3.5") Minimum Stud Size Species and Grade Stud Spacing Without Brace 1x4 L-Brace 2x4 L-Brace DIAGONAL BRACE [2 DIAGONAL I BRACES AT 1/3 POINTS Maximum Stud Length 2x4 DF/SPF StdlStud 12" O.C. 4-6-3 5-0-7 7-1-7 9-0-5 1 13-6-8 2x4 DF/SPF Std/Stud 16" O.C. 1 4-1-3 4-4-5 6-2-0 8-2-7 12-3-10 2x4 DFISPF Std/Stud 24" O.C. 1 3-5-8 3-6-11 5-0-7 6-10-15 10-4-7 * Diagonal braces over 6'-3" require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of web with lOd nails 8" o.c., with 3" minimum end distance. Brace must cover 90% of diagonal length. EXP. 6/30/2020 J MAX MEAN ROOF HEIGHT -30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98, ASCE 7-02, ASCE 7-05 110MPH ASCE 7-10 140 MPH DURATION OF LOAD INCREASE: 1.60 STUD DESIGN IS BASED ON COMPONENTS AND C CONNECTION OF BRACING IS BASED ON MWFRS. L4"eO~FCWRO'~J*_/07/05/2018 AUGUST 1, 2016 I REPLACE A MISSING STUD ON A GABLE TRUSS I MII-REP15 MiTek USA, Inc. THIS IS SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. WHEN NAILING SCABS OR GUSSETS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. Page 1 of 1 MiTek USA, Inc. wmmnra A MiToII Affiliate REPLACE MISSING WEB WITH A NEW MEMBER OF THE SAME TO THE INSIDE FACE OF TRUSS WITH FIVE 6d (0.113' X 2") NAILS INTO EACH MEMBER (TOTAL 10 NAILS PER GUSSET) COMMON THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED WITH (MIN) 7/16 O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. TRUSS CRITERIA LOADING :40-1O-0-10(MAX) LOAD DURATION FACTOR :1.15 SPACING :24" O.C. (MAX) FESS/ok TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) PITCH :3/12-12/12 fI BEARING: CONTINUOUS STUD SPACING :24' O.C. (MAX) cc I REFER TO INDIVIDUAL TRUSS DESIGN D. 6/30/2020 1 FOR PLATE SIZES AND LUMBER GRADES 49;~j Ole 07/05/2018 DETAIL FOR COMMON AND END JACKS MII/COR -8 -20psf 7/9/2015 PAGE 1 -- Nil MAX LOADING (psi) I SPACING 2-0.0 TCLL 20.0 IPlates Increase 1.25 BRACING ~ Corona MiTek Industries, Inc. TCDL 16.0 'Lumber Increase 1.28 I TOP CHORD Sheathed. Ca. BcLI. 0.0 Rep Stress Incr YES' BOT CHORD Rigid ceiling directly applied. MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 x 4 DF-L No.1&BTR BOT CHORD 2 x 4 DF-L No.1&BTR SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22' LONG 2X4 SCAB CENTERED AT SPLICE WISAME LUMBER AS TOP CHORD ATTACH TO ONE FACE WI (.131'X3.0" MIN) NAILS @ 3" D.C. 2 ROWS LENGTH OF EXTENSION AS DESIGN REQ'D 20'-0" MAX TOP CHORD PITCH: 3/12-8/12 NOTE: / BOTTOM CHORD PITCH: 0/12-4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN \ / SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE SPACING= 24" O.C. / (0.182"OIA. X 3.5") LGT TOE NAILS SUPPORTS SHALL BE PROVIDED / @ 4-0" O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W!3 16d COMMON WIRE (0.162"DIA. X 3.5" LGT) TOE NAILS CONN. W12 16d COMMON WIRE 10.162"DIA. X 3.5" LGT) TOE NAILS 8.0.0 8-0-0 EXT. 4-0-0 2-0-0 EXT. EXT. 2-0-0 ..-..-.- 4 EXT. L_2-0-0 ... ......... ... 2-0-0 I CONN. W13 16d COMMON WIRE 0.162"Ot X 3.5" LGT) TOENAILS BOTTOM CHORD LENGTH MAY BE 2-0" '' " M- 3x3 OR A BEARING BLOCK CONN. W12 16d COMMON WIRE(0.162'DIA. X 3.S') LGT TOE NAILS OR SEE DETAIL MIIISAC-7 FOR 2-0-0 PRESSUREBLOCKINO INFO. k_ el poF~ESSjt),4, NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. R11 I EXP. 16:3012020 UCT OPC WARNoro. Ver(fgj design parrrnletrrs and RIMD MITES ON THIC AND JXCLUMM 611TOM MPHRE-WR PAM M11,7473 OEFVRE usc. I 250 Klug Ctrdo - I Corona. Co. 92879 I 41 Design void foe use only wIth MIOk connacioss. This design Is based only upon parameters shown, and Is loran Individual building component. I Appilcablilty, of design poromonlers and proper Incorporaliors of component Is responsibility of building desIgner- not Inns designer. Bracing shown I I is for lateral supped of individual web members only. Additional temporary bracing toinssxe stability during construction is use responsibility of the I erector. Additional permanent bracing at the overall structure is the responsibility of the building designer. For general guidance regarding I Eva, I fabrication. quafty, control, storage. delivery. erection and bracing. consult ANSI/Ml Quality Criteria. DSS.I9 and BCIII Building Component I M iTek I Safety lnformoulan available from Truss P1010 InstItute, 583 Onofdo Delve. Madison, WI 53719. CORNER RAFTER 8'-0" SETBACK MU/SAC - 9 -8SB 20-14-2 7/17/2014 PAGE 1 MiTek industries, Inc. MINIMUM GRADE OF LUMBER LOADING (PSF) Western Division TOP CHORD:2X4 NO.1 & BTR DF-L-GR L D GOT CHORD:2X4 NO.1 & BTR DF-L-GR TOP 20 14 STR. INC.: LUMB = 1.25 PLATE = 1.25 SPACING: 24.0 IN. O.C. REPETITIVE STRESSES NOT USED NO. OF MEMBERS = 1 NOTE: 1. ALL CONNECTIONS TO SUPPORTS BY OTHERS 2. ALL PLATES ARE MITEK MT20 I 3-0-0 -' 8'-0" SETBACK 1SUPPORTS SHALL BE PROVIDED I ALONG EXTENSION @ 5-8" O.C. 2O3PLF I 12 2.83'-5.66 SPLICE MAY BE LOCATED ANYWHERE IN THE EXTENSION 3x10 splice plates may be replaced with 22' 2x4 DF No.2 or btr. scab To one face with.131x3 mm. nails 3" D.C. 2 rows 3x6 (TYP.) UNIFORMLY DISTRIBUTED 6x6 — 3x10 SUPPORT 1/2" GAP MAXIMUM BETWEEN SUPPORT AND END OF RAFTER SUPPORT R= 768 + EXT. R= 326 + OH. LENGTH OF HEEL PLATE 1k (MIN. 4") 11-3-12 S 6332 EXP. 6/3012020 d ?UCIØ '1 07/05/2018 WARNING. Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mm7473 BEFORE uss. I 7777 Greenback Lane I Design valid for use only with Muck connectors. This design is based only upon parameters shown. and is for an individual building component. Suite 109I Applicability of design paromenters and proper incorporation of component is responsibility of building en- not truss designer. Bracing shown c Heights. CA, 9561 Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction lithe responsibIlity, of the I erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSIITPI1 Quality Criteria, DSB-89 and BCSI1 Building Component I lvi iTek Safety Information available from Truss Plate Institute. 583 D'Onofsto Drive. Madison, WI 53719. AUGUST 1, 2016 I CONVENTIONAL VALLEY FRAMING DETAIL I M11-VALLEY1 MiTek USA, Inc. MiTek USA, Inc. ED B .Ym ra A MITek Affiliate RIDGE BOARD GABLE END, COMMON TRUSS (SEE NOTE #6) OR GIRDER TRUSS = = = ------ ----- ----- ----- ---- ' --- it VALLEY PLATE P ST VALLEY RAFTERS. II':::::: 42 II (SEE NOTE #8 (SEE NOTE #2) .11 __jL_LL POST SHALL BE LOCATED SHEATHING ABOVE THE T( CHORD OF EACH TRUSS. PLAN DRAWING JSS rLfrIN Or—Lo I IL1IN TRUSS MUST BE SHEATHED NOTE: GENERAL SPECIFICATIONS 48' O.C. MAXIMUM POST SPACING WITH BASE TRUSSES ERECTED (INSTALLED), APPLY SHEATHING TO TOP CHORD OF SUPPORTING (BASE) TRUSSES. LIVE LOAD = 30 PSF (MAX) BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. DEAD LOAD = 15 PSF (MAX) DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MWFRS) THE (a.) GABLE END, (b.) GIRDER TRUSS OR (c.) COMMON TRUSS TO THE ROOF SHEATHING. ASCE7-1 0 115 MPH (MWFRS) INSTALL 2 x 4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH (2) 16d (0.131"X 3.5") NAILS. SET 2 x 6 #2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48' O.C.. BEVEL BOTTOM OF POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH (4) lOd (0.131" X 3') NAILS. FASTEN POST TO ROOF SHEATHING WITH (3) lOd (0.131" X 3") TOE-NAILS. FRAME ALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING IS 24"0 . C.. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH (3) 16d (0.131" X 3.5") TOE-NAILS. FASTEN VALLEY RAFTER TO VALLEY PLATE WITH (3) 16d (0.131" X 3.5') TOE-NAILS. FESSi p00 SUPPORT THE VALLEY RAFTERS WITH 2 x 4 POSTS 48" O.0 (OR LESS) ALONG EACH RAFTER. RU. INSTALL POSTS IN A STAGGERED PATTERN AS SHOWN ON PLAN DRAWING. AWGN POSTS WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) lOd (0.131" X 3') NAILS. FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WITH (2) 16d (0.131" X 3.5") NAILS. S6 32 POSTS SHALL BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN PINE. POSTS EXCEEDING 75" SHALL BE INCREASED TO 4 x 4 OR BE PRE-ASSEMBLED (2) PLY 2 x 4's FASTENED TOGETHER WITH 2 ROWS OF lOd (0.131"X 3") NAILS 6" O.C.. EXP. 6/30/2020 * * C at 07/05/2018 OCTOBER 28, 2016 STANDARD REPAIR FOR ADDING MII-REP10 A FALSE BOTTOM CHORD MiTek USA, Inc. Page 1 of 1 wIn MiTek USA, Inc. T E G m BY nrm A Walk Affiliate VERTICAL STUDS @ 48" O.C.. ATTACHED WITH (3)- 10d (0.131" X 3') NAILS AT EACH END OF VERTICAL (TYP.). MAIN TRUSS MANUFACTURED WITHOUT FALSE BOTTOM CHORD. MAIN TRUSS (SPACING = 24" O.C.) REFER TO THE BOTTOM CHORD BRACING SECTION OF THE INDIVIDUAL TRUSS DESIGN FOR MAXIMUM SPACING OF CONTINUOUS LATERAL BRACING WHENEVER RIGID CEILING MATERIAL IS NOT DIRECTLY ATTACHED TO THE BOTTOM CHORD. VERTICAL STUDS TO BE 2 x 4 STUD GRADE (OR BETTER) SPF, HF, DF OR SP. (BOARD SIZE SPECIFIED IS MINIMUM, LARGER SIZE MAY BEUSED) 2 x 4 NO. 2 (OR BETTER) SPF, HF, DF OR SP FALSE BOTTOM CHORD (BOARD SIZE SPECIFIED IS MINIMUM, LARGER SIZE MAY BE USED) TRUSS SPAN NOTES: LOADING: TOP CHORD: (REFER TO THE MAIN TRUSS DESIGN FOR TOP CHORD LOADING). BOTTOM CHORD: LL =0 PSF, DL = 10 PSF. REFER TO THE MAIN TRUSS DESIGN FOR LUMBER AND PLATING REQUIREMENTS. MAXIMUM BOTTOM CHORD PITCH = 6/12. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. FALSE BOTTOM CHORD ONLY DESIGNED TO CARRY VERTICAL LOAD. NO LATERAL (SHEAR) LOAD ALLOWED. FILLER MAY EXTEND FOR FULL LENGTH OF TRUSS. S6332 * EXP. 6/30/2020 * AUGUST 1, 2016 L-BRACE DETAIL Mu - L-BRACE MiTek USA, Inc. Page 1 of 1 flJ/-i WIi MiTek USA, Inc. YM MITH A MiTek Affiliate Nailing Pattern L-Brace size Nail Size Nail Spacing 1x4 or 6 1 O (0.131" X 3") 8" o.c. 2x4, 6, or 8 16d (0.131" X 3.5") 8" o.c. Note: Nail along entire length of L-Brace (On Two-Ply's Nail to Both Plies) Note: L-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 90% of web length. L-Brace Size for One-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x30r2x4 1x4 2x6 1x6 2x8 2x8 DIRECT SUBSTITUTION NOT APLICABLE. k — SPACING WEB L-Brace Size for Two-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x30r2x4 2x4 2x6 2x6 2x8 2x8 DIRECT SUBSTITUTION NOT APLICABLE. Section Detail E— L-Brace Web L-Brace must be same species grade (or better) as web member. ' S 6332 IlI EXP. 6/30/2020 II d> 'c'UCT' \'J/ 07/05/2018 AUGUST 1, 2016 SCAB-BRACE DETAIL Mu-SCAB-BRACE Milek USA, Inc. Page 1 of 1 =011 Note: Scab-Bracing to be used when continuous I == I I lateral bracing at midpoint (or T-Brace) is I III71III!fII1LI!1 I impractical. I I MiTek USA, Inc. Scab must cover full length of web +1- 6". I I ymmum AMITekAJIilIato *** THIS DETAIL IS NOT APLICABLE WHEN BRACING IS REQUIRED AT 1/3 POINTS OR I-BRACE IS SPECIFIED. APPLY 2x_ SCAB TO ONE FACE OF WEB WITH 2 ROWS 6-F --10d (0.131" X 3") NAILS SPACED 6" O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. WE MAXIMUM WEB AXIAL FORCE = 2500 lbs MAXIMUM WEB LENGTH = 12'-0" 2x4 MINIMUM WEB SIZE SCAB BRACE MINIMUM WEB GRADE OF #3 Nails Section Detail - Scab-Brace Web oFESSIok Scab-Brace must be same species grade (or better) as web member. RIL 6 32 * EXP. 6/30/2020 * d>UCT Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace 2x6 2x6 T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8 I-Brace 1-Brace Il-Brace must be same species and grade (or better) as web member. Nails AUGUST 1, 2016 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY MII-T-BRACE 2 MiTek USA, Inc. Paae 1 of Note: T-Bracing Il-Bracing to be Used when continuous lateral bracing is impractical. 1-Brace Il-Brace must cover 90% of web length. Note: This detail NOT to be used to convert 1-Brace / I-Brace MiTek USA, Inc. webs to continuous lateral braced webs. EERED A MiTek All ikato Nailing Pattern T-Brace size Nail Size Nail Spacing 2x4 or 2x6 or 2x8 1 O (0.131" X 3") 6" o.c. Note: Nail along entire length of T-Brace / I-Brace (On Two-Ply's Nail to Both Plies) Nails Brace Size for Two-Ply Truss Brace Size for One-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace 2x6 2x6 1-Brace 2x6 I-Brace 2x8 12x8 T-Brace 2x8 I-Brace -ow I-Brace S 6332 *\ EXP. 6/30/2020 1* OPC 07/05/2018 Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 1-Brace 2x4 I-Brace 2x6 2x6 1-Brace 2x6 I-Brace 2x8 12X8 1-Brace 2x8 I-Brace SPACING WEB AUGUST 1, 2016 1-BRACE / I-BRACE DETAIL Mu - T-BRACE i-v-i wI Note: This detail NOT to be used to convert 1-Brace / I-Brace Note: 1-Bracing Il-Bracing to be used when continuous lateral bracing is impractical. 1-Brace / I-Brace must cover 90% of web length. Milek USA, Inc. Page 1 of 1 webs to continuous lateral braced webs. MiTek USA, Inc. YM EEREDBYE Nailing Pattern T-Brace size Nail Size Nail Spacing 1x4 or 1x6 10d (0.131" X 3") 8' o.c. 2x4 or 2x6 or 2x8 16d (0.131' X 3.5") 8" o.c. Note: Nail along entire length of T-Brace / I-Brace (On Two-Ply's Nail to Both Plies) Nails Brace Size for Two-Ply Truss Brace Size for One-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1x4 (") 1-Brace 1x4 (*) I-Brace 2x6 1x6 (*) 1-Brace 2x6 I-Brace 2x8 2x8 1-Brace 2x8 I-Brace Nails Section Detail T- Brace Web r S 6332 •;';;y 0 EXP. 6/3012020 * ,UCT'' \'1 07/05/2018 I-Brace 1-Brace / I-Brace must be same species and grade (or better) as web member. (*) NOTE: If SP webs are used in the truss, 1x4 or 1x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1 X_ bracing material, use IND 45 for 1-Brace/1-Brac For SP truss lumber grades up to #1 with 1 X_ bracing material, use IND 55 for 1-Brace/I Brac STANDARD PIGGYBACK I AUGUST 1, 2016 TRUSS CONNECTION DETAIL MII-PIGGY-7-10 ® f1LD == MiTek USA, Inc. YMZM A ANTek Affiliate MITeK USA, Inc. Page 1 of MAXIMUM WIND SPEED = REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT = 30 FEET MAX TRUSS SPACING = 24" O.C. CATEGORY II BUILDING EXPOSURE B or C ASCE 7-10 DURATION OF LOAD INCREASE: 1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A - PIGGBACK TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING SHALL BE CONNECTED TO EACH PURLIN WITH (2) (0.131" X 3.5") TOE-NAILED. B - BASE TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. C - PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24'0.( UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWII CONNECT TO BASE TRUSS WITH (2) (0.131-X3.5-) NAILS EACH D -2 X_ X 4'-O" SCAB, SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS, MIN GRADE #2, ATTACHED TO ONE FACE, ON INTERSECTION, WITH (2) ROWS OF (0.131" X 3") NAILS @ 4" SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEAThIt IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT. IN BOTH DIRECTIONS AND: I WND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SP WND SPEED OF 116MPH TO 160 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 It. E. FOR WIND SPEEDS BETWEEN 126 AND 160 MPH, ATTACH MIIEK 3X8 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES 4 72" O.C. WI (4) (0.131" X 1.5") NAILS PER MEMBER. STAGGER NA FROM OPPOSING FACES. ENSURE 0.5" EDGE DISTANCE. (MIN. 2 PAIRS OF PLATES REQ. REGARDLESS OF SPAN) WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On PLATES AS SHOWN, AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB CC NOTE D FOR ALL WIND SPEEDS, ATTACH MITEK 3X6 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT 48" O.C. WI (4) (0.131" X 1.5") PER MEMBER. STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5" EDGE DISTANCE. This sheet is provided as a Piggyback connection " detail only. Building Designer is responsible for all permanent bracing per standard engineering practices or refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. VERTICAL WEB TO EXTEND THROUGH BOTTOM CHORD OF PIGGYBACK FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB: VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE, GRADE, AND MUST LINE UP AS SHOWN IN DETAIL. ATTACH 2 x x 4'-0" SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF lOd (0.131" X 3") NAILS SPACED 4" O.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS (@1.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. S632 EXP. 6/3012020 J 07/05/2018 AUGUST 1, 2016 LATERAL TOE-NAIL-DETAIL Mu-TOENAIL MiTek USA, Inc. Page 1 of 1 fl/7 NOTES: TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. MiTek USA, Inc. SQUARE :C:UT] ymBkm A MiTek Aflullate TOE-NAIL SINGLE SHEAR VALUES PER NOS 2005 (lb/nail) - DIAM. SP OF HF SPF SPF-S .131 88.1 80.6 69.9 68.4 59.7 .135 93.5 85.6 74.2 72.6 63.4 , .162 118.3 108.3 93.9 91.9 80.2 C.) .128 84.1 76.9 66.7 65.3 57.0 9 .131 88.1 80.6 69.9 68.4 59.7 1 .148 106.6 97.6 1 84.7 82.8 72.3 C.) a .120 73.9 67.6 58.7 57.4 50.1 .128 84.1 76.9 66.7 65.3 57.0 b .131 88.1 80.6 69.9 68.4 59.7 .148 106.6 97.6 84.7 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3)- 16d (0.1620 X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (lb/nail) X 1.15 (DOL) =317.0 lb Maximum Capacity 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3) S 6'32 2 NAILS EXP. 613012020 1; "xl NEARSIDE' \\ / I NEAR SIDE CT 45.000 IT OFC / SIDE VIEW SIDE VIEW (2x4) (24) 3 NAILS 4 NAILS 1\ A I NEARSIDE - I NEAR SIDE I NEAR SIDE -' NEAR SIDE -i N I NEAR SIDE EAR SIDE -' NEAR SIDE VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW SIDE VIEW (2x4) (24) 3 NAILS 2 NAILS I\ A NEARSIDE X NEAR SIDE FAR SIDE NEAR SIDE .-. FAR SIDE SIDE VIEW (2x6) 4 NAILS -i NEARSIDE -v ---i FAR SIDE -A -' NEAR SIDE FAR SIDE / L/2 L12 07/05/2018 AUGUST 1, 2016 1 LATERAL TOE-NAIL DETAIL MII-TOENAIL_SP MiTek USA, Inc. Page 1 of 1 NOTES: =011 1. TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES MiTek USA, Inc. FOR MEMBERS OF DIFFERENT SPECIES. YMMUM BY THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW 'OE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) - DIAM. SP DF HF SPF SPF-S c .131 88.0 80.6 69.9 68.4 59.7 .135 93.5 85.6 74.2 72.6 63.4 , .162 108.8 99.6 86.4 84.5 73.8 C.) .128 74.2 67.9 58.9 57.6 50.3 9 .131 75.9 69.5 60.3 59.0 51.1 Q .148 81.4 74.5 1 64.6 63.2 52.5 C.) VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x3) 2 NAILS X I NEAR SIDE I NEAR SIDE EXAMPLE: (3)- 16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 84.5 (lb/nail) X 1.15 (DOL) = 291.5 lb Maximum Capacity SIDE VIEW (2x4) 3 NAILS X I NEARSIDE iNEAR SIDE NEAR SIDE SIDE VIEW (2x6) 4 NAILS \- -i NEARSIDE -g NEAR SIDE -A -i NEAR SIDE -i NEAR SIDE ANGLE MAY VARY FROM 30°TO 60" ANGLE MAY VARY FROM 300 TO 600 ANGLE MAY VARY FROM 30°TO 60° 45.00" 45.000 45.000 S6332 EXP. 6/30/2020 1* 07/05/2018 WM WEST COAST LUMBER INSPECTION BUREAU ,,' January 7, 2019 Stacey Rudge Ramona Lumber Co., Inc. P0 Box 1560 Ramona, CA 92065 Sent via email: Stacey@ramonalumber.com To Whom It May Concern: Ramona Lumber Co., Inc., with facilities located at 425 Maple Street, Ramona, California 92065 is a member in good standing of West Coast Lumber Inspection Bureau for truss manufacture and has been since October 2, 2012. As a member, Ramona Truss Co., Inc., is licensed by WCLIB to stamp trusses with the approved quality mark of WCLIB. West Coast Lumber Inspection Bureau is accredited for the certification of metal plate connected wood trusses by the International Accreditation Service, Incorporated (LAS) of Whittier, California. Our LAS report number is AA675. The WCLIB Quality Auditing truss certification program is conducted in accordance with ANSIITPI 1, "National Design Standard for Metal Plate Connected Wood Truss Construction." If you have any questions regarding this, please contact me. Thank you. Sincerely, W6~~r" Jeff Fantozzi President cc: Al Lytton . Ramona Truss.docx ' Portlan6 503.639.0651 • FAX 503.684.8928 • Roseburg 541.471.1610 • WA 253.830.2401 • So. CA 714.425.0148 6980 S.W. Varns Street, Tigard Oregon 97223 • Mailing Address: P.O. Box 23145 • Portland • Oregon 97281-3145 BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control Sediment Control BMPs Tracking Non-Storm Water Waste Management and Materials BMPs Control BMPs Management BMPs Pollution Control BMPs C - 0 CL . ., a, i• . Best Management Practice* t C 0 . CX E g ' a, . , . - - (BMP) Description -3 .' g a, . . , a, .0) a, o' E a .0 NCO In .— 0 .W q - .— . O 0 , 0' ja, .01 0. a, - a, E.2 .- - to -t.E0.9C > a, 0 "E C N C C 0 ) 0 0 0 1.. -9 . 0) a, 9 L U - 0 C 0 0 0 -.- • 0 ., 0' 0 • 0 ,.. 0 C 0 a, - - 0.,... .. 0 ... = C 0.0 = 0 0 0 0 C 0 0 CD W C Cl) Cl) Cl) - C) u CD U)> Cl) C/) a. Cl) . U) a. a. 0 Q > C) U) Cl) Cl) 0 Cl) M M 0 CASQA Designation - N . 0) .- rd) LO CD N - c.l . .- P') rj. T '1 i '? ? - Go LLJJJJLJJJJL1JJJ J)j)U)Cl) Construction Activity W U) U) U) Cl) U) Cl) Cl) Cl) Cl) Cl) C/) I F- Z . - Grading/Soil Disturbance — —. - — — — - — — - — - — — - — — — - — — — — - Trenching/Excavation V - — — — — - -.-- — Stockpiling — - — — - - - — — - — - — Drilling/Boring . Concrete/Asphalt Sawcutting Concrete Flatwork - Paving - Conduit /Pipe Installation - - — — - Stucco/Mortar Work — — — - - — — — — — — - — --- — — Staging /Lay Down Area - — — — — - — - - - — Equipment Maintenance and Fueling Waste Disposal ---- Substance Use/Storage _Hazardous Dewatering Site Access Across Dirt - Other (list): - - - -. --- - - - - - - - - - - - - - - - - - - - Instructions: Check the box to the left of all applicable construction activity (first column) expected to occur during construction. Located along the top of the BMP Table is a list of BMP's with it's corresponding California Stormwater Quality Association (CASQA) designation number. Choose one or more BMPs you intend to use during construction from the list. Check the box where the chosen activity row intersects with the BMP column. Refer to the CASQA construction handbook for information and details of the chosen BMPs and how to apply them to the project. STORM WATER COMPLIANCE FORM TIER I CONSTRUCTION SWPPP C-S-Zc7Pt_- STORM WATER POLLUTION PREVENTION NOTES ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFAC110N OF THE CITY INSPECTOR AFTER EACH RUN-OFF PRODUCING RAINFALL. THE OWNER/CONTRACTOR SHALL INSTALL ADDI11ONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH .WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT (407.). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRAC110E MEASURES MUST BE INSTALLED AND MAINTAINED. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. OWNER'S CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID. THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITh THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. • OWNER (S) 0 - R'S AGENT NAME (PRINT) oifll.9/Ict OWNER 0 VF NAME (SIGNATURE) DATE E-29 PROJECT INFORMATION Site Address: _D.MOo Assessor's Parcel Parcel Number: 2.0.- 120-!Ip 00 Emergency Contact: Name:-Ai.€. ).A .A 24 Hour Phone: (cO-12.9_ _qL Construction Threat to Storm Water Quality (Check Box) 0 MEDIUM DZL LOW Page 1 of 1 REV 11/17